CN111581828A - Calculation method for water level flow relation under tidal river reach gate - Google Patents
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Abstract
The invention discloses a method for calculating a water level flow relation under a tidal river reach gate, and belongs to the technical field of hydraulic engineering. In order to conveniently and accurately determine the water level flow relation under the sluice at the tidal section of the river mouth, the invention utilizes the MIKE21 hydrodynamic module to establish and verify a two-dimensional mathematical model of the tidal section, considers that the sluice discharge meets low tide and high tide, and simulates and calculates the water level flow relation under the sluice, so as to be used for energy dissipation and anti-impact design of the sluice and recheck the discharge capacity of the sluice. The method can well match different flow rates of sluice drain with different high and low tide levels, has reliable calculation result, can accurately obtain the water level flow relationship under the sluice, and provides scientific basis for engineering construction.
Description
Technical Field
The invention belongs to the technical field of hydraulic engineering, and particularly relates to a method for calculating a water level flow relation under a tidal river reach gate.
Background
The calculation of the water level flow relation under the gate is used as a key basic work in the design of water conservancy and hydropower engineering, and has very important function. Actually measured river flow, corresponding water level and other necessary parameters are necessary conditions for establishing a relatively accurate water level flow relationship, but in actual work, the flow measurement work is relatively complex and is not easy to be continuously performed, so that in hydrologic calculation or hydrologic forecast work, the flow data is generally obtained by utilizing a hydraulics formula according to water level data obtained by continuous actual measurement.
In the planning design of water conservancy and hydropower engineering, the situation that no actual measurement water level or flow or insufficient actual measurement data exists near a designed section can be met, and a water level and flow relation is often drawn up on the basis of hydrological investigation and temporary flow measurement by adopting various methods. At present, the research on the relation of water level and flow is more, the traditional method for fitting the relation of water level and flow is mostly adopted, the calculation precision of a riverway with more complex water flow conditions is not high, and particularly, the relation of water level and flow under a gate is not easy to accurately determine due to the reciprocating motion of water flow in tidal section rivers which are simultaneously acted by runoff and tidal current.
Disclosure of Invention
(1) Technical problem to be solved
In the prior art, the calculation precision of a river channel with complex water flow conditions is not high, and particularly, the relationship between the water level and the flow under a gate cannot be accurately determined due to the reciprocating motion of water flow and the water flow of a tidal section river simultaneously affected by runoff and tide.
(2) Technical scheme
In order to solve the technical problem, the invention provides a method for calculating a water level flow relation under a tidal river reach gate, which comprises the following steps:
and step 3, relevant parameters of the model: the method is characterized in that hydrological data measured on a section are utilized, parameters required to be adopted by mathematical model calculation are calibrated mainly by a river channel dry-wet boundary, a river channel roughness, a vortex viscosity coefficient, a time step length and the like, debugging is carried out, and reasonable parameters are determined. Regarding the dry and wet boundary of the river channel, in order to correctly reflect the dry and wet changes of the part of nodes and avoid instability of model calculation, the following dynamic boundary processing technology is adopted in the model: respectively setting a dry water depth, a submerged water depth and a wet water depth, and the dry water depth hdrySubmerged depth hfloodWet depth hwetMust satisfy hdry<hflood<hwet(ii) a The roughness is set in sections, the roughness coefficient comprehensively reflects the resistance of a natural river calculation river reach, the natural river resistance can be composed of sand grain resistance, sand wave resistance, river bank and beach surface resistance, river form resistance and the like, proper roughness values are set in different areas according to the actual bed surface of the river, and the vortex viscosity coefficient and the time step length can be set according to model defaults;
and 4, calculating a water level flow relation value: and (3) simulating and calculating the conditions of different flow rates of the sluice at the tidal section encountered with different high and low tide levels respectively by utilizing the verified two-dimensional mathematical model of the tidal section according to actual requirements to obtain the water level flow relationship under the sluice.
(3) Advantageous effects
The invention has the beneficial effects that: the method for calculating the water level flow relationship under the gate of the tidal river reach establishes a two-dimensional mathematical model through actually measuring topographic and hydrological data according to MIKE software, and utilizes the model to simulate and calculate the working conditions that different levels of flow discharged from the gate on the tidal river reach different tide levels respectively on the basis of reasonable verification to obtain the water level flow relationship under the gate; the result shows that the water level flow relation under the tidal river reach under the combined action of runoff and tide can be accurately obtained by utilizing the hydrodynamic force mathematical model simulation calculation method, and compared with the traditional hydraulics calculation formula method, the method is more practical and accurate, and is simple, intuitive and suitable for various complicated conditions.
Drawings
The accompanying drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention.
FIG. 1 is a diagram of a grid distribution of a wavelength of Magnolia to a Jiangyin island in the first embodiment;
FIG. 2 is a comparison graph of the calculated value and the measured value of the tidal level of the Chengqing gate station in the embodiment;
FIG. 3 is a comparison graph of the calculated value and the measured value of the tidal level of the bridge station of Zhongninghai in the embodiment;
FIG. 4 is a comparison graph of the calculated value and the measured value of the tide level of the big tide at the station of the three estuary sites in the first embodiment;
FIG. 5 is a comparison of the calculated value and the measured value of the flow rate of the large tide at the Chengqing gate station in accordance with the embodiment;
FIG. 6 is a comparison of measured values and calculated values of the flow rate of high tide at a bridge station in Ninghai under an embodiment;
FIG. 7 is a comparison between the calculated value and the measured value of the large tidal current velocity process of the three river mouth stations in the first embodiment;
FIG. 8 is a comparison between the calculated tidal level and the measured tidal level of the Chengqing gate station in the embodiment;
FIG. 9 is a comparison of the calculated and measured values of the small tide level at the bridge station of Ninghai in accordance with the embodiment;
FIG. 10 is a comparison between the calculated value and the measured value of the small tide level of the three river mouth stations in the first embodiment;
FIG. 11 is a comparison of calculated and measured current values of the tidal flow rate of the Chengqing gate station in accordance with one embodiment;
FIG. 12 is a comparison of the calculated and measured values of the small tide flow rate at a bridge station in Ninghai under an example;
FIG. 13 is a comparison of the calculated value and the measured value of the small tide flow rate at the three-river mouth station in the first embodiment;
FIG. 14 is a water level flow relationship when the Ninghai gate leakage flow encounters low tide;
FIG. 15 is a water level flow relationship when the Ninghai gate leakage flow encounters high tide.
Detailed Description
The technical solutions in the embodiments of the present invention are further clearly and completely described below with reference to the embodiments, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Example one
The present embodiment provides a method for calculating the water level and flow relationship under the tidal river reach sluice, and the present embodiment combines the calculation of the water level and flow relationship under the magnoliine sea sluice to further describe the present invention in detail. A river channel 34.1km below the wavelength of the magnolia is a tidal river reach at the downstream of the magnolia stream, the tidal current effect is obvious, the river beach is submerged when the tide rises, the river bed is exposed when the tide falls, the tide level is higher than the plain at two banks when the tide is high, and a sea dike (flood bank) is arranged for blocking the tide. The hydraulic engineering of the Jianning sea gate is positioned at the downstream estuary section of the Magnolia stream.
1.1 model building
In order to enable the calculation result of the model to be more reasonable and accurate, the hydrodynamic mathematical model adopts a non-structural grid to divide the model, the upper edge of the model is defined at the wavelength of magnolia, the tide level process of the position of the island of the river of the Bay is considered not to be influenced by the flow of the flood of the river of the Magnolia, the lower boundary of the mathematical model is established to the island of the river of the open sea, the verification calculation is carried out on the basis of the actual measurement terrain in 2007, the engineering calculation is carried out on the basis of the actual measurement terrain in 1 month in 2010, and the river channel boundary is a flood control dam line, which is specifically shown in fig..
1.2 model-related parameters
Parameters adopted by the hydrodynamic numerical simulation calculation mainly comprise a river channel dry-wet boundary, river channel roughness, vortex viscosity coefficient, time step length and the like. In the simulation, the water depth threshold values of the completely wet unit and the completely dry unit are respectively set to be 0.1m and 0.005m, namely the unit with the water depth larger than 0.1 is the completely wet unit, the unit with the water depth smaller than 0.005m does not participate in calculation, and the unit with the water depth between the two is half of the unit with the water depth between the twoA wetting unit. The river course roughness plays an important role in numerical simulation, the model calibrates and debugs the model roughness according to the actually measured water flow data, and finally determines that the roughness value interval of the model calculation river reach is between 0.028 and 0.035, and the vortex viscosity coefficient value in the model is 0.28m2And/s, the time step length is 0.01 s-30 s.
In order to make the model verification more accurate, the two hydrological test data of the tidal tide of 14-15 days in 8 months and the tidal tide of 7-8 days in 8 months in 2007 are respectively adopted for verification calculation, and the downstream exit boundary is controlled by the actual measurement tide level process of three estuary during calculation. The river course is interior to total foreign field Chengjiang floodgate, Ninghai bridge inferior and three hydrological measurement sections of three jiangkou.
Parameters adopted by the hydrodynamic numerical simulation calculation mainly comprise a river channel dry-wet boundary, river channel roughness, vortex viscosity coefficient, time step length and the like. In the simulation, the water depth threshold values of the completely wet unit and the completely dry unit are respectively set to be 0.1m and 0.005m, namely the unit with the water depth larger than 0.1 is a completely wet unit, the unit with the water depth smaller than 0.005m is not involved in calculation, and the unit with the water depth between the two is a semi-wet unit. The river course roughness plays an important role in numerical simulation, the roughness of the model is calibrated and debugged according to actually measured water flow data, the roughness value interval of the model calculation river reach is finally determined to be between 0.028 and 0.035, the vortex viscosity coefficient in the model is 0.28m2/s, and the time step length is 0.01s to 30 s.
The comparison of the calculated values and the measured values of the tidal level and the flow velocity process of the measuring points of the three river mouths, the measuring point of the Ninghai bridge and the measuring point of the YangChengjiang gate in the large tide and the small tide are shown in fig. 2 to 13. According to the verification result, the calculated values of the tide level and the flow rate of the three measuring points are well consistent with the measured values, the requirements of relevant regulations are met, and the water flow movement rule of the downstream riverway of the Loran creeper is accurately reflected, so that the selection of model parameters is considered to be reasonable, and the model can be used for calculating and analyzing the water level flow relation of the Loran sluice.
1.3 numerical calculation of water level flow relation of Ninghai brake
1.3.1 calculation conditions
In the numerical simulation calculation of the water level flow relationship under the Ninghai sluice, the water level flow relationship under the sluice is simulated and calculated by utilizing the MIKE21 hydrodynamic model in consideration of the fact that the water level flow is subjected to low tide and high tide respectively, and the numerical simulation calculation method is mainly used for the design of energy dissipation and scour prevention under the Ninghai sluice and for rechecking the flow discharge capability of the Ninghai sluice. The upper boundary of the model is the lower leakage flow of each level of the sluice, and the lower boundary condition is subjected to numerical simulation calculation based on the average tide level process for many years.
1.3.2 calculation result of water level and flow relation under gate
The relationship between the flow of each level of the sluice drain and the water level of the sluice under the peaceful sea gate under the low tide level and the high tide level under the sluice is calculated by utilizing a two-dimensional hydrodynamic mathematical model in a simulation way, and the specific conditions are as follows:
(1) the discharge rate meets the low tide condition
The MIKE21 hydrodynamic model is used for simulation calculation of the relationship between the flow of each level of Ninghai gate leakage and the water level flow under the gate under the working condition of low tide level (-2.5m), and the results are counted and compared with the results of the traditional calculation method, which are specifically shown in fig. 14 and table 1.
TABLE 1 Ninghai sluice flow rate when encountering low tide condition, the relationship between water level and flow rate under sluice is compared
The comparison and analysis of the simulation calculation result and the hydrologic rechecking calculation result are carried out, and as can be seen from fig. 7 and table 1, under the same flow, the water level value obtained by hydrodynamic simulation calculation is slightly lower, the integral trends of the water level flow relation obtained by calculation of the two methods are consistent, and the sluice energy dissipation and impact prevention design can be carried out according to the integral trends.
(2) The discharge rate meets the high tide condition
The MIKE21 hydrodynamic mathematical model is used to calculate that the flow rates of the various levels of the sluice gate drain meet the high tide level (2.19m) of the annual average tide level process under the sluice, and the water level flow rate relationship under the sluice gate is obtained through calculation, as shown in fig. 15 and table 2.
TABLE 2 relationship of water level and flow under sluice when the sluice discharge of Ninghai sluice meets high tide
Comparing the simulation calculation result with the hydrologic calculation result, it can be seen from fig. 15 and table 2 that, when the flow rate is small, the water level value obtained by hydrologic calculation is slightly small under the condition of the same flow rate, mainly because the hydrologic calculation result considers that the downstream water level is 2.19m at the average high tide level, while the hydrodynamic simulation calculation considers that the leakage flow meets the high tide level in the process of multiple years of average tide levels, the results are different, but in the distribution form, the results calculated by the two methods tend to approach each other as the leakage flow rate under the sluice increases. The hydrodynamic simulation calculation can accurately simulate the relationship of the water level and the flow under the combined action of the downstream tide level and the runoff, so that the check can be performed according to the hydrodynamic digital simulation calculation result for the problem of the water gate discharge capacity under the condition of rare flood.
In the embodiment, the MIKE21 hydrodynamic mathematical model is established through actually measuring topographic and hydrological data, and on the basis of reasonable verification, the model is used for simulating and calculating the working conditions that different magnitudes of flow of the Ninghai gate let down meet low tide and high tide respectively, so that the water level flow relation under the gate is obtained. The embodiment shows that the water level flow relation under the tidal river reach under the combined action of runoff and tide can be accurately obtained by utilizing the hydrodynamic force mathematical model simulation calculation method, compared with the traditional water level flow relation calculation method, the method is more practical and accurate, is simple and intuitive, is suitable for various complex conditions, and can be used for water gate energy dissipation and anti-impact design and rechecking the water gate discharge capacity. The method has a certain reference value for calculating the water level and flow relation under the gate with obvious tidal current effect, and can also analyze and calculate the influence of river water surface lines and flood control after the model is established.
The above examples are merely representative of preferred embodiments of the present invention, and the description thereof is more specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, various changes, modifications and substitutions can be made without departing from the spirit of the present invention, and these are all within the scope of the present invention. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (1)
1. A method for calculating the water level flow relation under a tidal river reach gate is characterized by comprising the following steps:
step 1, collecting actually measured terrain data of a tidal channel where a sluice is located, actually measured flow, water level and flow rate data of different sections, and actually measured flood data and tide level data of a hydrological station and a tide level station on the channel;
step 2, establishing a grid file required by calculation of a two-dimensional mathematical model according to actually measured topographic data, wherein the grid file is different according to the intensity of topographic variation and the importance of a calculation area, and the mathematical model adopts a triangular grid;
and 3, utilizing the measured hydrological data of the section, calibrating parameters required by mathematical model calculation, mainly including dry and wet boundaries of the river channel, roughness of the river channel, vortex viscosity coefficient, time step length and the like, debugging and determining reasonable parameters. The following dynamic boundary processing techniques are adopted in the model: respectively setting a dry water depth, a submerged water depth and a wet water depth, and the dry water depth hdrySubmerged depth hfloodWet depth hwetMust satisfy hdry<hflood<hwet(ii) a The roughness is set in sections, the roughness coefficient comprehensively reflects the resistance of a natural river calculation river reach, the natural river resistance can be composed of sand grain resistance, sand wave resistance, river bank and beach surface resistance, river form resistance and the like, proper roughness values are set in different areas according to the actual bed surface of the river, and the vortex viscosity coefficient and the time step length can be set according to model defaults;
and 4, simulating and calculating the conditions of different flow rates of the sluice at the tidal river reach different high and low tide levels respectively by using the verified two-dimensional mathematical model of the tidal river reach according to actual needs to obtain the water level flow relationship under the sluice.
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| CN114818320A (en) * | 2022-04-25 | 2022-07-29 | 珠江水利委员会珠江水利科学研究院 | Giant river network hydrodynamic force mathematical model calibration method, system and storage medium |
| CN114818320B (en) * | 2022-04-25 | 2022-11-08 | 珠江水利委员会珠江水利科学研究院 | Giant river network hydrodynamic force mathematical model calibration method, system and storage medium |
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